HomeMy WebLinkAboutMLA17-00064 stormwater permit applicationMLA#
DEPARTMENT OF COMMUNITY
621 Sheridan Street, Port Townsend, WA 98368
Tel: 360.379.4450 1 Fax: 360.379.4451
Web: www.co.iefferson-wa.us/communitvdevelopment
E-mail: dcd@co.ieffers-on.wa.us
JEFFERSON covN
TM
SUPP'LEMENTAIL APPLICA'T'ION i
STORMWATER MANAGEMENT PERMIT
PROJECT/APPLICANT NAME: Steven P. Barn
Applications for grading projects or land -disturbing activities which require a stormwater management permit shall include the following
information. This information may also be provided on other diagrams, plans, studies, or attachments submitted with the project
application. If so, please indicate such on this permit application. The Administrator may waive specific submittal requirements
determined to be unnecessary for review of the application.
1. Source of fill material and deposition of excess material.
Please see attached "Supplemental Application - Stormwater Management Permit for Parcel #502291005, Supplemental Answer Sheet'
document for response to this question. -
2. Physical characteristics of fill material:
Please see attached "Supplemental Apelication - Stormwater Management Permit for Parcel #502291005, Supplemental Answer Sheet'
document for response to this question. 71
3. Proposed methods of placement and compaction consistent with the applicable standards in the International Building Code.
Place
Cha ter 33 of the URC. Minpaction shall be to a minimum of 9 rcent f maximum d nsi .Com action will be
completed using the excavator, or as needed, standard compaction equipment, such as grid roller or other mechanical
vibrator.
4. Proposed surfacing material.
New driveway surfacing will be asphalt pavement over a crushed rock base course: surfacin 1 for the visitor parking / turnaround area will be a
3" surface coat of pervious clean (no fines) 5/8" crushed rock over a pervious fractured basalt rock subgrade,
5. Proposed method(s) of drainage and erosion control.
rr
�s
6. Methods for restoration of the site.
Please see attached "Supplemental Aeplication - Stormwater Management Permit for Parcel #502291005, Supplemental Answer Sheet"
document for response to this question.
7. Demonstrate that instream flow of water will remain unobstructed.
Please see attached *Supplemental Application - Stormwater Management Permit for Parcel #502291005, Supplemental Answer Sheet'
document for response to this question.
8. Demonstrate that erosion and sedimentation from outflow channels will be minimized by vegetation or other means, and
demonstrate that pond runoff will be controlled to protect adjacent property damage.
F?Iease see attached rr
Supplemental Ap
#509291005, Supplement -al Answer Sheet"
By signing the application form, the applicantlowner attests that the information provided herein is true and correct to the best of their
knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected
property.
/19
(LANDOWNER OR AUTHORIZED REPRESENTATWE
(DATE)
G:\PermitCenter\###FORMS##fADRD\Stormwater\stormwater mgmt permit FINAL doc REV 10/20/2014 Page 3
Supplemental Application — Stormwater Management Permit for
Parcel # 502291005 — Project / Applicant Name: Steven P. Barnowe-
Meyer
Supplement Answer Sheet
1. Source of fill material and deposition of excess material.
Except for proposed surfacing material, all fill material will be sourced on site, as
material excavated during proposed new driveway construction and during leveling of
the proposed building site and visitor parking / turnaround area. Excavation cut and fill
is not precisely balanced for the proposed development, with some ( approximately 67
cubic yards) excess excavation material anticipated This excess excavation material
will be used beneficially as pit -run maintenance surfacing material on an existing low
gradient easement road leading into and across nearby Parcel #502294002, also
owned by the proponents. Approximately 89 cubic yards of crushed rock will be
brought to the site as a base course for paving the proposed driveway, as surfacing for
the visitor parking area / turnaround, and for ensuring proper leveling of the proposed
building site. This crushed rock will be sourced from an as -yet unidentified commercial
quarry.
2. Physical characteristics of fill material.
Parcel #502291005 is the site of a former basalt rock quarry operation. This basalt rock
source was reported and tested as early as 1911 (Bulletin No. 2, The Road Materials of
Washington, pages 96 and 99) as "a fine grained basalt, soft, with average wearing
value, low toughness and excellent cementing value. It should make a very good road
material for light traffic." The crushed rock to be acquired from a commercial pit will
likely be basalt, 5/8" minus for proposed building site and 5/8" clean for surfacing the
visitor parking / turnaround area and for the driveway base course.
3. Proposed methods of placement and compaction consistent with the
applicable standards in the International Building Code.
Please see the response provided on the Supplemental Application — Stormwater
Management Permit form for Parcel # 502291005.
4. Proposed surfacing material.
Please see the response provided on the Supplemental Application — Stormwater
Management Permit form for Parcel # 502291005.
5. Proposed method(s) of drainage and erosion control.
As per the Stormwater Calculation Worksheet for Parcel #502291005, approximately
7,248 square feet of new impervious surface will be added to the existing 5,726 square
feet of existing impervious surface on Parcel #502291005. The total square footage of
impervious surface under proposed developed condition is 12,974, or approximately
9.4% of the entire area of the parcel (138,085 square feet / 3.17 acres). The total area
of estimated land disturbance following proposed development is 14,291 square feet, or
approximately 10.3%. All remaining undeveloped portions of Parcel #502291005
(approximately 90% of total parcel acreage) will retain their mix of current native forest
vegetation cover (approximately 85%) or mixed native / non-native perennial grasses,
forbs and low brush groundcover (approximately 5%). Based on these vegetation
conditions, Parcel # 502291005, in total, meets the forest or native condition metric
under the "Purpose and Definition" of BMP T5.30: Full Dispersion, i.e. "This BMP allows
for "fully dispersing" runoff from impervious surfaces and cleared areas of development
sites that protect at least 65% of the site (or a threshold discharge area on the site) in a
forest or native condition." Applications and limitations under this BMP and specific to
full dispersal of runoff from proposed development areas within this parcel are
addressed in subsequent paragraphs.
The developed site hydrology, as proposed, will not be significantly different from the
existing site hydrology, except as noted in following paragraphs below. The rationale
for this statement is that, first, the entire area of Parcel #502291005 has generally
shallow to very shallow sandy loam topsoil, underlain with fractured basalt rock, 11 to
41 inches in depth, grading into seamed basalt rock beneath. Also, there are no
perennial or seasonal freshwater streams, lakes, ponds or wetlands located on or in the
immediate vicinity of the parcel; several very small freshwater seeps that surface
through small seams in the sloped basalt rock shelves below ordinary high water line of
Hood Canal have been noted during the winter months. In summary, it is quite clear
that essentially all current stormwater drainage on Parcel #502291005 is below ground,
given no evidence of aboveground surface flow, and this is presumably due to the
highly fractured basalt and sandy gravel soils. All stormwater runoff from the parcel is
presumed to eventually seep or route into Hood Canal or McDaniel Cove. Due to the
underlying soil profiles and seamed bedrock, none of the above described current site
hydrology is expected to change significantly under developed conditions on Parcel
#502291005, except potentially in those areas associated with the three discrete areas
of proposed development, which are described more fully below. Still, under developed
conditions, all stormwater runoff from the parcel is expected to continue to seep or route
through the highly fractured rock / soil profiles and the underlying seamed basalt
bedrock into Hood Canal or McDaniel Cove.
There are three discrete areas of development proposed for Parcel # 502291005: Area
1) a proposed 12 -foot wide running surface, 130 -foot long driveway, Area 2) a visitor
parking / turnaround area, and Area 3) the building envelope for a two-bedroom single-
family residence (2,072 square feet (sf) main area / 670 sf garage / 1,012 sf of porches
and covered / uncovered decks). Approximately 84% of the total area associated with
these three areas of development is included within one 0.44 -acre catchment basin
(Basin A), as shown on Map "E". Two of the planned developments - Areas 1) and 2) -
reside entirely or almost entirely (-91 % for Area 1)) within Basin A; approximately 63%
of the Area 3) building envelope falls within Basin A. The remainder of the Area 3)
building envelope resides in two much smaller adjacent catchment basins.
As noted in 5. above, the worst case 100 -year, 24-hour stormwater peak discharge from
Basin A (the 0.44 -acre catchment basin) under existing conditions is 0.17 cfs; worst
case assumes that the entire catchment basin is impervious and has a runoff coefficient
of 1.0. This is truly a worst case scenario under existing conditions, since the entire
catchment area is not impervious and more realistically has a runoff coefficient, under
existing conditions, of approximately 0.45 to 0.65, based on the gravelly, sandy loam
soils and light vegetation. In any case, the 100 -year peak discharge from this
catchment basis is less than 0.2 cfs (under existing conditions) and will remain less than
or equal to 0.2 cfs under developed conditions. Under both existing and developed
conditions, the 100 -year, 24-hour stormwater peak discharges of the two other
catchment basins in association with Area 3) (see last sentence of previous paragraph),
are most definitely less than 0.2 cfs, due to their much smaller acreage within these two
catchment basins (as compared to Basin A). For instance, Basin B (see Map "E") is
0.18 acre in size and has a calculated worst case 100 -year, 24-hour stormwater peak
discharge under existing conditions of 0.06 cubic feet per second.
As noted above, approximately 91 % of the proposed Area 1) development area is
located within Basin A, the 0.44 -acre catchment basin. As noted on Map "E", this
proposed driveway will be constructed on a fairly steep sidehill slope, climbing from the
existing private paved access road up to the level of the proposed Areas 2) and 3)
developments. The driveway will have a 12 -foot wide running surface, with a 14 -foot
wide prism (including two -foot wide, one -foot deep ditch) for the inslope, ditched
segment of the driveway (Station 0+00 to Station 0+50) and a 12 -foot to 12.5 -foot wide
prism for the outslope segment of the driveway (Station 0+50 to Station 1+30). The
driveway construction method will be cut and fill (roughly 2/3 cut, 1/3 fill) across a
sidehill of seamed pillow basalt rock and some in situ but loose fractured basalt, with the
fill slopes toed into an ecology block buttress along the existing private paved access
road and an existing gentle bench further up and along the lower edge of the driveway.
Driveway subgrade will be on-site fractured basalt, with paved (asphalt) surfacing over a
crushed rock base course. The LID Performance Standard for use of permeable
pavement for the proposed driveway is infeasible, since the driveway gradient must
necessarily be greater than 12% due to the alignment and space limitations on the site.
Proposed drainage for this driveway: 1) outsloped segment: sheet flow of rainwater /
cutslope seepage across the asphalt surfacing to the outsloped fractured basalt
subgrade /fill slope, then into underlying natural soil profile; steel u -bar cross drain at
lower end of outsloped segment, angled —300 downgrade from perpendicular to capture
and route all remaining sheet flow to the outsloped fractured basalt subgrade / fill slope,
then into underlying natural soil profile; 2) insloped ditched segment: sheet flow of
rainwater / cutslope seepage across the asphalt surfacing to the fractured basalt
subgrade / seamed pillow basalt ditch; 3) an 8" plastic corrugated cross -drain installed
beneath new driveway in an upgraded (i.e. deeper, improved cross-section) ditch line of
the existing paved private access road. As noted above, the ditch on the upslope edge
of the existing paved private access road will be upgraded, with a deeper, improved
cross-section, both above and below the inlet and outlet of the planned plastic
corrugated cross -drain culvert in the new driveway. The ditch will also be upgraded for
a short distance into adjacent Parcel #502294001, under terms of the private access
road easement to maintain continued ingress and egress into Parcel #502291005. With
the planned road prism geometry (insloped and ditched segment; and outsloped
segment), a fractured basalt rock / seamed pillow basalt subgrade, the underlying
fractured and seamed basalt soil profile beneath the planned driveway and the planned
new and upgraded drainage structures, this Area 1) developed area is expected to have
the same or very similar hydrology as the existing hydrology in the area of this planned
driveway.
As noted above, the proposed Area 2) development area is located entirely within Basin
A, the 0.44 -acre catchment basin. Currently, the proposed Area 2) development area is
a relatively flat / gently sloped bench / pit floor created during former rock quarry
operations, with a 10-12 foot tall rock pit face upslope and outside planned development
(see Map "E"). Almost the entire area is covered with loose fractured basalt rock or
highly fractured basalt bedrock, with little to no topsoil at all, supporting a 2-3 inch thick
layer of moss and a few scattered, escaped invasive perennial "Keys of Heaven" plants.
Stormwater percolates readily and directly into the fractured rock surface of this area.
Under the proposed development of this area (as a visitor parking / turnaround area) ,
the existing bench will be reshaped by cutting and filling to create a slightly insloped
bench with a two -foot wide, one -foot deep invert / dispersal drain at the toe of the
upslope old pit face. The subgrade surface of this insloped bench and invert / dispersal
drain will continue to be highly pervious fractured basalt rock, with a thin (3") surface
coat of pervious clean (no fines) 5/8" crushed rock on the insloped bench as a use
surface. Any runoff from the visitor parking / turnaround area that does not percolate
into the underlying fractured and seamed basalt soil profile will be routed to the invert /
dispersal ditch. At the end of this dispersal ditch, runoff will empty onto a native forest
vegetated flowpath of 50 to 70 feet in length (BMP T5.30: Full Dispersion). With a
fractured basalt rock subgrade, clean crushed rock surface, insloping to direct any
surface water (if it does not percolate through the finished subgrade and surfacing) into
a fractured rock dispersal drain, the underlying fractured and seamed basalt soil profile
and finally utilization of BMP T5.30, this Area 2) developed area will have the same or
very similar hydrology as the existing hydrology in the area of this planned visitor
parking / turnaround. Portions of the lower edge of the visitor parking / turnaround area
(above the top of the cutslope of the driveway) will be buttressed with ecology blocks,
leveled on bedrock and stacked up to two blocks high.
As noted above, the proposed Area 3) development area is located within three
catchment basins. Approximately 63% of Area 3) falls within Basin A, the 0.44 -acre
catchment basin; approximately 31 % falls within Basin B and the remaining 6% falls
within an unnamed basin which incorporates the existing two-bedroom septic system
built on-site (see Map "E"). Currently, the proposed Area 3) development area is also a
relatively flat /gently sloped bench / pit floor created during the former rock quarry
operations on Parcel #502291005. Four soil pit logs (dated 7-20-94) from within this
proposed single-family residence / garage building envelope indicate a first horizon of a
brownish tan sandy topsoil from a minimum 3 inches to a maximum 10 inches in depth.
The second horizon is brown fractured basalt, from a minimum 29 inches to a maximum
41 inches in depth. The third horizon is gray solid, seamed basalt rock. All four of
these soil pits are located within the northernmost third of the proposed building
envelope. There are no other soil pits within the proposed building envelope. Seamed
pillow basalt bedrock is also visible on the surface in a very small area at the
southernmost extent (and highest point) within the proposed building envelope.
Currently, there is no evidence of concentrated or diffuse stormwater surface flow within
the proposed building envelope, even at the site of the exposed seamed pillow basalt.
Currently, stormwater percolates readily and directly into the fractured rock surface
within the envelope.
Under the proposed development, the relatively flat / gently sloped bench / pit floor
within the building envelope will be cleared and reshaped by cutting and filling for
construction of a single-family, two-bedroom residence with garage and covered /
uncovered decks, all on a concrete slab foundation. At the upslope edge of the planned
building envelope, a catchment / dispersal trench will be dug to a depth below the
planned concrete slab foundation to intercept and disperse any incidental upslope
surface / subsurface stormwater drainage which might potentially compromise the
foundation slab, as an additional level of slab protection. This catchment / dispersal
trench will be dug into fractured / seamed basalt, so is not expected to concentrate or
hold stormwater, but rather facilitate subsurface infiltration well below the elevation of
the foundation slab. Beyond the upper edge of the planned building envelope, this
trench will be extended to connect with the two -foot wide, one -foot deep invert /
dispersal drain associated with the planned visitor parking / turnaround area (described
two paragraphs above). Portions of the lower edge of the building envelope will be
buttressed with ecology blocks, leveled on bedrock, and stacked at little as one block
high up to three blocks high at one corner.
As per the "Stormwater Calculation Worksheet" for Parcel #502291005, the total
impervious roof area of the residence / garage / covered decks will be 3,284 square
feet, with an additional 288 square feet of impervious uncovered concrete slab deck or
composite deck. The stormwater runoff of all 3,572 square feet of these impervious roof
/ deck surfaces is eligible for full dispersal under BMP T5.30: Full Dispersion, based on
the site and downslope flowpath conditions associated with the proposed structure and
planned stormwater runoff control, described more fully below. As to potential
limitations under BMP T5.30, dispersion devices are not ordinarily allowed in critical
area buffers or on slopes steeper than 20%. First, it should be noted that over 99.8% of
the entire parcel resides within critical area buffers or other setbacks. However, on
this site, confidence is very high that the proposed dispersion strategies and
devices will have no negative impacts on habitat, functionality, or resources
within the critical area buffers or on the current high stability of steep slopes,
based on the existing on-site geology and site hydrology. The following describes
the planned stormwater runoff control devices, the flowpath conditions and the projected
impacts on site hydrology following planned development of Area 3).
See Map "E". Stormwater runoff from the 288 square feet of impervious uncovered
concrete slab / composite deck will be routed and dispersed into a native forest
vegetated flowpath of approximately 84 feet in length to the ordinary high water line
(OHWL) of Hood Canal. Approximately 1,463 square feet of impervious roof runoff will
be dispersed into native forest vegetation areas via three roof downspouts with
downspout extensions emptying onto splashblocks, with 80 to 120 feet of native forest
vegetated flowpaths to the OHWL of Hood Canal. Approximately 410 square foot of
impervious roof runoff will be dispersed via a single roof downspout with an approximate
extension of 68 feet of 4" diameter flexible black plastic pipe emptying onto a
splashblock, with 60 feet of native forest vegetated flowpath to the OHWL of Hood
Canal. Approximately 1,001 square feet of roof runoff will disperse into native forest
vegetation areas via two roof downspouts which empty into the two -foot wide, one -foot
deep fractured rock invert / dispersal drain associated with the planned visitor parking /
turnaround area, described four paragraphs above. This invert / drain of approximately
70 feet in length empties onto a native forest vegetated flowpath of approximately 70
feet in length to north property line of Parcel # 502291005. A cistern or cisterns may
also be incorporated into the final design for managing the roof runoff from the above
mentioned 1,001 square feet of impervious roof; if installed, runoff from this section of
roof would be intermittently routed to cisterns for storage and nonpotable outdoor uses
such as irrigation, utilizing BMP T5.20: Rainwater Harvesting. One final roof downspout
will disperse approximately 410 square feet of impervious roof runoff via an
approximately 60 foot extension of 4" diameter flexible black plastic pipe emptying onto
a splashblock, with approximately 90 feet of a flowpath of mixed native forest vegetation
/ mixed native / non-native perennial grasses, forbs and low brush groundcover to the
OHWL of Hood Canal. All of the flowpaths, described above, reside within portions of
the parcel that retain well over 65% of native forest condition or are being managed to
that condition via native tree reforestation.
There is high confidence that proposed best management practices utilized for
each of the three planned development areas, described above, will be effective
in controlling stormwater flows from developed impervious surfaces on this site.
6. Methods for restoration of the site.
As previously noted there are no perennial or seasonal freshwater (or saltwater)
wetlands located on or in the immediate vicinity of Parcel #502291005, and thus there
are no actions required to be performed to reestablish wetland functional characteristics
and processes that have been lost by alterations or activities associated with the
proposed developments for this parcel.
7. Demonstrate that instream flow of water will remain unobstructed.
As previously noted, there are no perennial or seasonal freshwater streams, lakes,
ponds or wetlands located on or in the immediate vicinity of the parcel, so there is no
instream flow of water that will be obstructed.
8. Demonstrate that erosion and sedimentation from outflow channels will be
minimized by vegetation or other means, and demonstrate that pond runoff
will be controlled to protect adjacent property damage.
As previously noted, there are no perennial or seasonal freshwater streams, lakes,
ponds or wetlands located on or in the immediate vicinity of the parcel. All stormwater
runoff from the parcel is presumed to eventually seep or route into Hood Canal or
McDaniel Cove. All current stormwater drainage on Parcel #502291005 is below
ground, given no evidence of aboveground surface flow, and this is presumably due to
the highly fractured basalt and sandy gravel soils. No outflow channels or pond runoff
will exist under developed conditions. The only drainage structures that will exist
following development are 1) an upgraded ditch on the upslope edge of the existing
paved private access road (with a deeper, improved cross-section than the existing
ditch); 2) an 8" inside diameter plastic corrugated cross -drain culvert positioned in this
drainage ditch under the new driveway; 3) a new 50 -foot segment of ditch along the
new driveway; and 4) steel u -bar cross drain at lower end of outsloped segment of the
new driveway. The existing ditch will also be upgraded for a short distance into
adjacent Parcel #502294001, under terms of the private access road easement to
maintain continued ingress and egress into Parcel #502291005. Within Parcel
#502294001, the existing (and upgraded) ditch only extends approximately 20 feet.
There is no visible evidence of any channelization where this ditch ends. The volume of
stormwater delivered from this ditch on Parcel #502291005 and the stormwater of
adjoining upslope portions of Parcel #502294001 has not been substantial enough to
create a channel on Parcel #502294001 beyond the end of the ditch. At the point where
the ditch peters out one can observe the contours of the forest floor where stormwater
would logically flow over the surface of the vegetated forest floor if surface flow existed.
Continuing to follow the topography within Parcel #502294001 downslope from the end
of the ditch (for a total length of 300 feet from the property line) leads one to a fairly
deep and large (4' to 8' deep by 15' to 30' wide by 100 ' long) depression area along the
upper edge of the paved private access road. The inland upslope edge of this
depression is defined by basalt rock faces. Observation indicates that the depression
itself only contains water when saltwater seeps through the large basalt cobble fill of the
paved private access road at very high tides, and then empties when such very high
tides ebb. If stormwater runoff ever actually gets to this depression, it evaporates or
percolates into the fractured bedrock or seeps under / through the fill of the paved
private access road as groundwater into McDaniel Cove. There is no evidence of
channelization on Parcel #502294001 at any point from the end of the ditch to the
opening of this large depression area.
All other drainage on Parcel #502291005 appears to be below ground, given no
evidence of aboveground surface flow, presumably due to the highly fractured basalt
gravel soils, and developed hydrology is expected to be quite similarly below ground.
There is high confidence that proposed best management practices utilized for each of
the three planned development areas will be highly effective in controlling stormwater
flows, minimizing erosion / sedimentation from developed impervious surfaces on this
site and protect adjacent properties from any damage from runoff.
DEPARTMENT OF COMMUNITY DEVELOPMENT
621 Sheridan Street, Port Townsend, WA 98368
Tel: 360.379.4450 1 Fax: 360.379.4451
Web: vtnvtt .t o.icflersorl-w-tls�Cnmsntptit} dc� < loltnaci i t
E-mail: [icdi�crs,jt ffcrarart.�Ja.us
STORMWATER CALCULATION WORKSHEET
MLA# PROJECT/APPLICANTNAME: t1 'li1 P• 8arilwe- L"IfU'
DETERMINING STORMWATER MANAGEMENT REQUIREMENTS: This stormwater calculation worksheet should be completed first to
classify the proposal as "small," "medium," or "large." The size determines whether a Stormwater Site Plan is required in
conjunction with a stand-alone stormwater management permit application, building permit application, or other land use approval
application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan, if
required.
PARCEL SIZE (I.E., SITE)
Size of parcel 3.17 acres An acre contains 43,560 square feet. Multiply the acreage by this figure.
Size of parcel in square feet
138,085
sq/ft
Land -disturbing activity is any activity that results in movement of earth, or a change in the existing soil cover (both vegetative and
non -vegetative) and/or the existing soil topography. Land disturbing activities include, but are not limited to clearing, grading, filling,
excavation, and compaction associated with stabilization of structures and road construction.
Native vegetation is vegetation comprised on plant species, other than noxious weeds, that are indigenous to the coastal region of
the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such
as Douglas fir, western hemlock, western red cedar, alder, big -leaf maple, and vine maple; shrubs such as willow, elderberry,
salmonberry, and salal; herbaceous plants such as sword fern, foam flower, and fireweed.
LAND DISTURBING ACTIVITY, CONVERSION OF NATIVE VEGETATION, AND VOLUME OF CUT/FILL
Calculate the total area to be cleared, graded, filled,
excavated, and/or compacted for proposed development
project. Include in this calculation the area to be cleared for:
Construction site for structures 3,600 sq/ft
Drainfield, septic tank, etc.
Well, utilities, etc. 0.0
WK
sq/ft
sq/ft
Driveway, parking, roads, etc. 4,965 sq/ft
Lawn, landscaping, etc.
1 1
Other compacted surface, etc.
0
Total Land Disturbance 8,565
sq/ft
sq/ft
sq/ft
Answer the following two questions related to
conversion of native vegetation.-
Does
egetation:
Does the project convert'/ acres or more of
native vegetation to lawn or landscaped areas?
Circle: Yes (9
Does the project convert 2 % acres or more of
native vegetation to pasture?
Circle: Yes 0
Indicate Total Volumes of Proposed:
Cut 268 Fill 290 (cu/yd)
Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural
conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an
increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include,
but are not limited to roof tops, walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving, gravel roads,
packed earthen materials, and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater.
stormwater talc worksheet — REV. 10/20/2014
NEW
Structures (all roof area)
Sidewalks
Patios
Solid Decks
(without infiltration below)
STORMWATER CALULATIONS — IMPERVIOUS SURFACE
3,284
sq/ft
0
sq/ft
288
sq/ft
0/ft
Driveway, parking, roads, etc
Other
3,676 sq/ft
sq/ft
Total New 7,248 sgdit
TOTAL NEW + TOTAL EXISTING' 12,974
sglft
EXISTING
Structures (all roof area) 0 sq/ft
Sidewalks
Patios
Solid Decks
(without infiltration below)
0 sq/ft
0 sglft
n
Driveway, parking, roads, etc 5,630 sglft
Other 96 sq/ft
Total Existing 5,726 sqlft
'This amount Will be used to check total lot coverage.
The following questions will help determine whether the proposed project is considered development or redevelopment.
DEVELOPMENT v. REDEVELOPMENT
Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: 4. 1 %
Does the site have 35% or more of existino impervious surface? Circle: Yes 11 No 121
FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used
to determine the applicable Minimum Requirements. If the answer is no, the proposal is considered new development and the
attached Figure 1 should be used. At this juncture, the applicant should refer to the applicable Flow Chart to determine the
Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application
requirements.
For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution
Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion
and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the
Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet. Proponents of "medium"
projects—those that must meet only Minimum Requirements #1 through #5—and for "large" projects—those that must meet all 10
Minimum Requirements—are required to submit a Stormwater Site Plan. DCD has prepared a submittal template of a Stormwater
Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal
Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Stormwater Management Manual.
APPLICANT SIGNATURE
By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the
best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected
property.
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(LANDOWNER OR AUTHORIZED REPRESENTATIVE SIGNATURE
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SMALL MEDIUM LARGE REDEVELOPMENT Stormwater Site Plan: Yes No
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BY CDS ON 10/20/16. HOLE LOCATIONS POLES
ARE APPROXIMATE ONLY AND ARE NOTEXISTING EXISTING CONTROL PANEL
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PROPOSED BUILDING ENVELOPE
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¢ : PROPOSED 10090 + RESERVE
7 DRAINFIELD AREA
/6C (1, 160 SQUARE FEET)
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February 10, 2017 4:32:45 p.m. NN EXISTING ACCESS ROUTE APPROXIMATE
Drawing: BARNOWE-MEYER 502291005.DWG.DWG PROPERTY LINES
D CREATIVE DESIGN SOLUTIONS, INC. 2017
REVISION S'& PlA,% bek, ! IN DATE V af7 PARCEL} � 502291005 37 OK M WA SI re. P<.AN "pE TAI L" PAP MW P 'I E CREATIVE DESIGN SOLUTIONS
DRAWN BY: MICHAEL S. DEENEY
SITE PLA DETAIL, 30 SCALE �r Septic sysrem Designs, Permlfs, d Inspections
FOR: STEVEN BARNO WE- MEYER Sltl_ R D D R ESS 3 ! Z �l0 3 11,'9h w 1 U I �W P.O. BOX 2787, PORT ANGELES, WASHINGTON 98362
SHEET 1 OF 1 DATE: 2/JD/�7 (jri&ovi WR ` ?320 29(25-2W) '(" (800) 395-7296, (360) 457-6353, EMAIL: MIKE@CDS4YOU.COM